Geotechnical Engineering

DHARM

SHALLOW FOUNDATIONS 629

Meyerhof (1953) proposed an analysis of footings subjected to inclined loads and con-
structed convenient charts, shown in Fig. 15.22. The load is considered to act vertically and
the bearing capacity is obtained by the normal procedure. It is then corrected by multiplying
by the factor Ri.

15.4.8Footings on Slopes

Meyerhof (1957) again proposed an equation for the bearing capacity of footings on sloping
ground as follows:

qult = cNcq +

1

2

γbNγq ...(Eq. 15.17)
The values of the bearing capacity factors Ncq and Nγq for continuous footings are given
in Fig. 15.23. These factors vary with the slope of the ground, the relative position of the
footing and the angle of internal friction of the soil.

8 7 6 5 4 3 2 1

(^0) 20° 40° 60° 80°
b
0
1
3
4
5
Ncq^2
N=0s
CaseI
Df
b
b
b
10° 20° 30° 40°
600
500
400
300
200
100
50
25
10
1
45°
40°
30°
40° 45°
30°
Ng
q
Both cases :
q = c.N + — bN
Stability factor :
N = H/c
c = cohesion
= unit wt. of soil
cq q
s
g g
g
g
1
2
Linear interpolation
for intermediate
depths.
D /b = 0 Solid lines
D /b = 1 Dashed lines
f
f
Case II
Df
b
b
bc
9 8 7 6 5 4 3 2 1 0
0
Ns
30°
60° 90°
30°60°90°
0°
0° 30°
60°90°
0°
0
2
4
123 5
Ncq
bc
400
300
200
100
50
25
1
0
5
10
Ng
q 0°
30°
0°
30°
30°
30°
40°
40°
40° 0°
20°
bc
123456
b/bforN =0orb/D forN >0cs fs
30°
60° 90°
Fig. 15.23 Bearing capacity of continuous footings on slopes
(After G.G. Meyerhof)